CN102995659A - Method for constructing from central area to periphery of ultra-large type underground engineering - Google Patents
Method for constructing from central area to periphery of ultra-large type underground engineering Download PDFInfo
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- CN102995659A CN102995659A CN201210516261XA CN201210516261A CN102995659A CN 102995659 A CN102995659 A CN 102995659A CN 201210516261X A CN201210516261X A CN 201210516261XA CN 201210516261 A CN201210516261 A CN 201210516261A CN 102995659 A CN102995659 A CN 102995659A
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- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 7
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Abstract
The invention discloses a method for constructing from the central area to the periphery of an ultra-large type underground engineering, comprising the following steps of: firstly, sloping and excavating to the bottom of a pit in a middle area of the underground engineering; then, directly constructing a bottom plate of a basement in the middle area, and upwards constructing to finish a floorslab structure of the underground engineering; and establishing a peripheral bracing system by using the finished floorslab structure in the middle area as a bracing point to finally finish the construction for the peripheral basement. By utilizing the characteristic of large plane size of the underground engineering, the middle area is sufficiently utilized to slope for construction firstly, the underground engineering in the middle area is constructed upwards, and a peripheral area is provided with a permanent beam slab or temporary bracing as a bracing by taking a top beam slab of the underground engineering in the constructed middle area as the bracing point, so that the defects of causing difficulty in excavating and transporting soil in the peripheral area and controlling the stress direction of the peripheral diagonal bracing, affecting the engineering progress and improving the construction difficulty due to the adoption of the traditional central island construction method is foundationally overcome.
Description
Technical field
The present invention relates to a kind of construction method of underground construction, relate in particular to that a kind of to be applicable to planar dimension large, excavate dark underground construction construction method.
Background technology
Along with the extensive development of infrastructure, more be becoming tight in the land for building, city, and to underground development, it is the inexorable trend of Future Development that developing utilizes the underground space.The underground constructions such as the basement of ultra-large type, high depth, underground store, parking lot are emerged in large numbers fast.Because in high depth, this underground engineering construction of planar dimension ultra-large type, adopt enclosure wall connecting inner Multi-layer supporting system way in length and breadth so that construction is gone along with sb. to guard him involves great expense by tradition, and construction speed, difficulty, risk etc. all increase, especially soft clay area, if do not establish inner support, possible hardly, and establish inner support, because planar dimension is too large, the support system expense is very high.
The excavation plan that underground construction is traditional, mainly contain and put slope excavation, central island-type excavation, basin excavation and contrary sequence method excavation, therefore how to overcome above-mentioned shortcoming and keep advantage, explore thus a kind of novel construction method, guaranteeing under the safe prerequisite, reduce cost, improving efficiency of construction is the direction of civil engineering technology research and development.
Summary of the invention
The present invention is directed to the underground construction that this planar dimension is large, excavation is dark, especially large-scale civilian underground building provides a kind of at the central region excavation construction of going ahead of the rest, and the perimeter zone utilizes the central region project completed as the construction method of the strong point.
A kind of first center of ultra-large type underground construction is in conjunction with the job practices of periphery, at first, put the slope excavation to the end, hole in the underground construction central region, then the central region basement bottom board of directly constructing, and upwards the underground construction floor slab structure is finished in construction, utilize the completed floor slab structure of central region to be the strong point, set up the perimeter support system, finish at last peripheral basement construction.
When the perimeter support system was the beam and slab structure of block construction or girder construction, construction sequence was as follows:
1), construction foundation pit enclosure wall, engineering pile, support and trestle supporting pile;
2), the foundation ditch peripheral upper portion soil body puts the slope or soil nail wall is gone along with sb. to guard him excavation, the control distortion anchor pole under the construction support replacement operating mode is built capping beam;
3), central region puts slope excavation on earth, central region basement bottom board and F3/B3 floor slab structure are finished in construction;
4), in conjunction with peripheral situation, upwards the underground two floor plated constructions of central region are finished in construction, block construction is finished underground two layer segment beam slab or the girder constructions in perimeter zone simultaneously, and is connected with the underground two floor plated constructions of central region, as support;
5), the interim trestle that is unearthed of peripheral trestle zone soil excavation construction;
6), peripheral soil excavation on earth, the soil body is sent foundation ditch by trestle;
7), remove trestle, construct peripheral basement bottom board and F3/B3, two floor plated constructions are so that itself and central region are linked to be integral body;
8), upwards construct and finish whole B1 structure, underground engineering construction is finished in construction outer wall of basement waterproof, basement backfill.
When the perimeter support system was the interim perimeter support of steel bar concrete or steel support, the Specific construction step was as follows:
3.1), by step 1,2,3 the construction, the underground two floor plated constructions of construction central region in the step 4, construct simultaneously waling beam and perimeter support make perimeter support and underground two floor plates be linked to be integral body, height is set should makes the operation of cutting the earth of normally driving a vehicle of digging machine and muck haulage car of perimeter support; Connect down by step 5,6 and construct;
3.2), remove trestle in the step 7, construction perimeter zone basement bottom board and F3/B3 floor slab structure make itself and central region base plate and floor be linked to be integral body;
3.3), remove perimeter support, upwards the underground two floor plated constructions in perimeter zone are finished in construction, make itself and the underground two floor plated constructions of central region be linked to be integral body; Connect down by step 8 and construct.
The strong point of perimeter support system is located in the ground on the two floor plated constructions, and reason is: one, the underground construction degree of depth is suitable, and the enough braced cuts walls of support system are in order to resist surrounding soil; Two, can make under these perimeter support systems, digging machine in underground construction periphery digging process and muck haulage car have enough space free walkings to dig the muck haulage operation, change traditional central island job practices periphery and established bearing diagonal in the way of central region base plate, solve the perimeter zone and dug the muck haulage difficulty, the problem of construction trouble has solved the not good problem of bearing diagonal stress simultaneously.
Put slope excavation in central region in the described step 3, wherein put the slope, can determine put according to soil nature situation, underground construction range size the gradient on slope, if soil nature is relatively poor or underground construction scope size is limit and need be added heavy grade, can be to the domatic reinforcement measure of taking.The method of reinforcing has traditional anti-side pile body, anchor pole soil nailing etc.
Block construction is finished underground two layer segment beam slab or the girder constructions in perimeter zone in the described step 4, these perimeter zone part beam slabs or girder construction are as the support system in Underground Engineering Excavation stage, when treating that underground construction is upwards constructed, can be used as again permanent structure keeps, adopt after-pouring vacancy perimeter zone beam and slab structure or build plated construction in built girder construction stack, form complete peripheral beam and slab structure.
The interim trestle that is unearthed in the described step 5, the trestle face gradient and supporting capacity satisfy the walking of digging the muck haulage car, the plane distribution of trestle can be that straight line is domatic, curve is domatic or broken line is domatic, the quantity of trestle and position are by the amount of being unearthed and soil outlet determining positions, until the peripheral soil body all dig transport foundation ditch after, cut trestle.
The peripheral soil body should divide plate by layering in the described step 6, and the principle that retreats to the trestle direction of being unearthed while digging is excavated.
Remove trestle in the described step 3.2, should carry out behind construct peripheral basement bottom board and the F3/B3 floor slab structure and enclosure wall between support changing structure for use construction.
, excavation more when the underground engineering number of plies can be constructed first central region to the F3/B3 floor, with the strong point of F3/B3 floor as the perimeter support system when darker.Wherein the perimeter support system can be beam and slab structure or the girder construction of block construction, also can be the interim perimeter support of steel bar concrete or steel support.
Excavate when darker, it is larger that enclosure wall is subject to peripheral soil pressure, and in order to alleviate the pressure of perimeter support system, the displacement of enclosure wall and force controlled adopt and set the control of many row's anchor pole soil nailing ways; Also can establish interim angle steel bearing diagonal on central region F3/B3 floor, the way of after finishing underground two layers of periphery and central region floor, bearing diagonal being removed.
The present invention utilizes the large characteristics of underground construction planar dimension, take full advantage of central region and put first the slope construction, changing traditional central island construction utilizes base plate as the way of the diagonal brace fulcrum of perimeter zone excavation, with the upwards construction of central region underground construction, with the central region underground construction upper strata beam slab of having constructed as the strong point, permanent beam slab or interim perimeter support are set as support in the perimeter zone, the muck haulage operation of digging that so has enough spaces to carry out the perimeter zone under permanent beam slab or interim perimeter support is constructed, and by ad hoc temporary trestle bridge the soil body is transported foundation ditch, the muck haulage difficulty is dug in the perimeter zone that has fundamentally solved traditional central island construction method existence, the periphery bearing diagonal is subjected to force direction to be difficult to control, affects the shortcoming of programming and increase difficulty of construction.
Also solved simultaneously traditional large degree of depth underground engineering construction must be established inner support in length and breadth in foundation ditch method, significantly saved construction costs, improved the construction safety reliability, and saved the construction period.
Description of drawings
Fig. 1-the 9th, the construction sequence figure of ultra-large type underground engineering construction embodiment of the method 1 of the present invention;
Figure 10-the 18th, the construction sequence figure of the embodiment of the invention 2;
Figure 19 is the supporting construction figure of enclosure wall when the F3/B3 floor is the strong point among the present invention;
Figure 20 is the top view of trestle among the present invention;
Figure 21 is the lateral view of trestle among the present invention.
The specific embodiment
,, be described further take a certain underground construction as example embodiment involved in the present invention below in conjunction with accompanying drawing:
Shown in Fig. 1-9, a kind of first center of ultra-large type underground construction is in conjunction with the job practices of periphery, and the Specific construction step is as follows:
1), construction foundation pit enclosure wall 6, engineering pile 7, support and trestle supporting pile 8;
2), the foundation ditch peripheral upper portion soil body puts the slope or soil nail wall is gone along with sb. to guard him excavation, the control distortion anchor pole under the construction support replacement operating mode is built capping beam;
3), central region puts slope excavation on earth, central region basement bottom board 1 and F3/B3 2 floors 4 structures are finished in construction;
4), in conjunction with peripheral situation, upwards underground two layer of 3 floor slab structure of central region finished in construction, block construction is finished underground two layer segment beam slab 5 or the girder constructions in perimeter zone simultaneously, and is connected with the underground two floor plates of central region 4 structures, as support;
5), the interim trestle 9 that is unearthed of peripheral trestle zone soil excavation construction;
6), peripheral soil excavation on earth, the soil body is sent foundation ditch by trestle 9;
7), remove trestle, construct peripheral basement bottom board 1 and F3/B3, two floor plated constructions are so that itself and central region are linked to be integral body;
8), upwards construct and finish whole B1 12 structures, underground engineering construction is finished in construction outer wall of basement waterproof, basement backfill.
Bracing of foundation pit wall in the above-mentioned implementation step 1 should satisfy each excavation and the anti-side direction water pressure under the support replacement operating mode and the requirement of soil pressure in the basement work progress, and enclosure wall 6 should be inserted in the good soil layer of basement bottom board 1 following certain depth, walks around at the bottom of the wall piping or protuberance in the hole to stop underground water and soil.The way of enclosure wall can be that cement mixing pile (or rotary churning pile) water-stop curtain pours into campshed, interlock castinplace pile, the I-shaped campshed of prefabricated reinforced concrete or diaphragm wall in conjunction with conventional borehole routinely.
Control distortion anchor pole in the step 2 requires to determine whether set according to the force and deformation of enclosure wall in the support replacement process.
Central region in the step 3 is put sloping excavation and should be controlled the gradient of putting slope excavation and slope well and push up distance to enclosure wall.The Soil Parameters that report provides according to geotechnical investigation, sloping body is carried out necessary reinforcing, if necessity also can take to set the measures such as interim pine stake, steel sheet pile or employing bolt support, the control slope-mass slide displacement, guarantee the safety when sloping body bears various load in the work progress, domaticly should carry out necessary protection according to the middle part Underground Construction cycle, current scour impact construction when guaranteeing to rain.
Beam slab 5 in the step 4 or girder construction are different from the upper load that traditional beam and slab structure not only will be born traditional structure; also to as support system, bear the Water And Earth Pressures that bring the foundation ditch side; so will analyze the pipeline of knowing internal force during design, the support changing structure for use of between perimeter zone beam slab or girder construction and enclosure wall, constructing simultaneously.Be transmission and the construction that makes things convenient for power, floor 4 can take piecemeal partly to build with beam, and middle reserved opening is built at last.Should carry out the design in key node and cross section, guarantee the safe and reliable of structure.
After finishing above-mentioned steps, construction B1 12 structures, outer wall of basement waterproof, basement backfill etc. are finished the construction of underground construction according to traditional approach, more than be that first center is in conjunction with the reversed construction method of peripheral beam slab as support.
Shown in Figure 10-18, a kind of first center of ultra-large type underground construction is in conjunction with the job practices of periphery, and the perimeter support system is the interim perimeter support 11 that steel bar concrete or steel support, and the Specific construction step is as follows:
2.1), press step 1,2 among the embodiment 1,3 the construction, underground two layer of 3 floor slab structure of construction central region in the step 4, construct simultaneously waling beam and perimeter support 11, make perimeter support 11 and underground two floor plates 4 be linked to be integral body, height is set makes the operation of cutting the earth of normally driving a vehicle of digging machine and muck haulage car of perimeter support 11; Connect down by step 5,6 and construct;
2.2), remove trestle 9 in the step 7, construction perimeter zone basement bottom board 1 and F3/B3 2 floor slab structures make itself and central region base plate and floor be linked to be integral body;
2.3), remove perimeter support 11, upwards the underground two floor plated constructions in perimeter zone are finished in construction, make itself and the underground two floor plated constructions of central region be linked to be integral body; Connect down by step 8 and construct.
The main distinction of job practices is among embodiment 1 and the embodiment 2: embodiment 1 uses beam slab 5 structures or the girder construction of block construction that foundation ditch is played support action, and embodiment 2 uses traditional steel bar concrete or 11 pairs of foundation ditches of the interim perimeter support of steel work to play support action.
After finishing above-mentioned steps, finish the construction of underground construction according to traditional approach, more than for first center in conjunction with interim perimeter support along making job practices.
Except according to the construction of the method among the embodiment 1,2, if Underground Engineering Excavation is darker, when surrounding enviroment and soil nature are better, the strong point of perimeter support system can be dropped to the F3/B3 floor.Because excavation is darker, the pressure that enclosure wall is subject to the peripheral soil body is larger, in order to alleviate the pressure of perimeter support system, the displacement of assurance enclosure wall and stressed controlled, strengthen the anti-side direction ability of enclosure wall, can adopt to set how row's anchor pole soil nailing (13) ways are controlled, the construction way as shown in figure 19.
The wherein construction of trestle, shown in Figure 20-21, the middle part is echelon reduction distribution to the supporting pile height from the foundation ditch periphery to foundation ditch, lays the steel bar concrete trestle at supporting pile, and engineering muck haulage needs are satisfied in the technical requirements of trestle.
It will be appreciated by those skilled in the art that; although the present invention describes according to the mode of a plurality of embodiment; but concrete invention thought is quite clear and definite; utilize the built engineering of central region as the strong point; carry out the foundation of perimeter support system; any those skilled in the art adopt the technical scheme that is equal to replacement or equivalent transformation formation under the prerequisite that does not break away from design of the present invention and principle, all drop within the claimed scope of the present invention.
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541364A (en) * | 2013-10-10 | 2014-01-29 | 上海申元岩土工程有限公司 | Design and construction method of large area foundation pit deformation control with roundabout method |
| CN104099935A (en) * | 2014-04-01 | 2014-10-15 | 浙江省建筑设计研究院 | Column reinforcement method after foundation pit deepening |
| CN104963344A (en) * | 2015-07-17 | 2015-10-07 | 江苏江都建设集团有限公司 | Deep foundation pit underground construction method allowing concrete support removal and structure construction to be conducted simultaneously |
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| CN106013164A (en) * | 2016-06-23 | 2016-10-12 | 程华清 | Construction method for multifunctional trestle of foundation pit |
| CN108301332A (en) * | 2018-04-10 | 2018-07-20 | 安徽宝翔建设集团有限责任公司 | The detachable steel trestle construction method of beret slice |
| CN108442406A (en) * | 2018-03-29 | 2018-08-24 | 中冶成都勘察研究总院有限公司 | A kind of semi-inverse method internal support of foundation pit structure and its construction method |
| CN115094905A (en) * | 2022-08-01 | 2022-09-23 | 上海建工一建集团有限公司 | Construction method for large-scale foundation pit underground engineering center-to-periphery prefabricated assembly structure |
| CN115506405A (en) * | 2022-10-18 | 2022-12-23 | 中国建筑第八工程局有限公司 | Semi-inverse construction method for basement structure of ultra-large deep foundation pit |
| CN116005718A (en) * | 2023-02-06 | 2023-04-25 | 中国建筑第八工程局有限公司 | Construction method for reverse construction engineering subsurface earth structure staggered-layer running water |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541364A (en) * | 2013-10-10 | 2014-01-29 | 上海申元岩土工程有限公司 | Design and construction method of large area foundation pit deformation control with roundabout method |
| CN104099935A (en) * | 2014-04-01 | 2014-10-15 | 浙江省建筑设计研究院 | Column reinforcement method after foundation pit deepening |
| CN104099935B (en) * | 2014-04-01 | 2015-10-21 | 浙江省建筑设计研究院 | Column reinforcement means after a kind of foundation pit deepened |
| CN104963344A (en) * | 2015-07-17 | 2015-10-07 | 江苏江都建设集团有限公司 | Deep foundation pit underground construction method allowing concrete support removal and structure construction to be conducted simultaneously |
| CN105951843B (en) * | 2016-06-17 | 2019-02-15 | 中建八局第一建设有限公司 | A kind of deep foundation pit construction method |
| CN105951843A (en) * | 2016-06-17 | 2016-09-21 | 中建八局第建设有限公司 | Construction method of deep foundation pit |
| CN106013164A (en) * | 2016-06-23 | 2016-10-12 | 程华清 | Construction method for multifunctional trestle of foundation pit |
| CN108442406B (en) * | 2018-03-29 | 2020-10-13 | 中冶成都勘察研究总院有限公司 | Semi-reverse construction method foundation pit inner supporting structure and construction method thereof |
| CN108442406A (en) * | 2018-03-29 | 2018-08-24 | 中冶成都勘察研究总院有限公司 | A kind of semi-inverse method internal support of foundation pit structure and its construction method |
| CN108301332A (en) * | 2018-04-10 | 2018-07-20 | 安徽宝翔建设集团有限责任公司 | The detachable steel trestle construction method of beret slice |
| CN115094905A (en) * | 2022-08-01 | 2022-09-23 | 上海建工一建集团有限公司 | Construction method for large-scale foundation pit underground engineering center-to-periphery prefabricated assembly structure |
| CN115506405A (en) * | 2022-10-18 | 2022-12-23 | 中国建筑第八工程局有限公司 | Semi-inverse construction method for basement structure of ultra-large deep foundation pit |
| CN116005718A (en) * | 2023-02-06 | 2023-04-25 | 中国建筑第八工程局有限公司 | Construction method for reverse construction engineering subsurface earth structure staggered-layer running water |
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Effective date of registration: 20210308 Address after: 310000 16, B block, Rubo International Building, 673, Xihu District, Hangzhou, Zhejiang. Patentee after: HANGZHOU NANLIAN BASE FOUNDATION ENGINEERING Co.,Ltd. Address before: 310000 16, B block, Rubo International Building, 673, Xihu District, Hangzhou, Zhejiang. Patentee before: HANGZHOU NANLIAN BASE FOUNDATION ENGINEERING Co.,Ltd. Patentee before: Yan Ping |
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